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2015 CONSTRUCTION ACADEMY BRIDGE CONSTRUCTION
2015 CONSTRUCTION ACADEMY BRIDGE CONSTRUCTION FLORIDA DEPARTMENT OF TRANSPORTATION – OFFICE OF CONSTRUCTION CONTACT INFORMATION Dan Hurtado, P.E. - State Construction Structures Engineer Phone: (850) 414-4155 E-mail: [email protected] John Westphal, P.E. - Construction Structures Engineer Phone: (850) 414-4141 E-mail: [email protected] PURPOSE OF SESSION Heighten awareness of widely misunderstood or overlooked specifications and other issues Review specifications that were implemented for the first time in recent years Introduce upcoming specification changes that will significantly impact Contractor and CEI efforts MAIN TOPICS FOR THIS SESSION Universal Concerns Footings Bearings Beams Decks Concrete Materials Miscellaneous Topics Qualifications, Experience, Training UNIVERSAL CONCERNS Critical Structures Construction Issues - Self Study Course Supplement - Critical Structures Construction Issues - Self Study Course UNIVERSAL CONCERNS Administrative Issues Bridge Related CPAM Sections 8.4 – Shop Drawings 8.11 – Contractor Initiated Submittals 10.1 – Pile Lengths 10.2 – PS Concrete Components 10.3– Concrete Construction 10.4* – Paint Removal 10.5 – Drilled Shafts 10.6 – Underwater Bridge Construction Inspection 10.7 – Post-tensioned Bridges 10.8 – Auger Cast Piles 10.9* – Structural Steel Components 10.10 – Bridge Construction Issues that Must Involve State Construction Office Staff 10.11 – General Structures Construction Issues *New or Recently Revised Section UNIVERSAL CONCERNS Administrative Issues CPAM 8.4 – Shop and Erection Drawings Process 9 Item Shop Drawing Tracking Log Schedule of shop drawing submittals required from the Contractor within 60 days of the start of contract At weekly progress meetings, ask the Contractor to report the latest shop drawing priorities, notify reviewers UNIVERSAL CONCERNS Administrative Issues CPAM 8.11 – Contractor Initiated Submittals 17 items tracking log for each submittal There are 3 submittal categories: Request for information (RFI), Request for Correction (RFC), and Request for Modification (RFM) Either tracked in separate logs or category column if single log is used Each category has its own processing procedure as covered in CPAM UNIVERSAL CONCERNS Administrative Issues CPAM 10.4 – Paint Removal Not only hazardous but potentially hazardous waste Makes inspectors aware of coating concerns that are often overlooked, misunderstood or ignored by Contractors during coating operations These concerns are as follows: Coating of bolts Surfaces that are visually difficult to inspect and access Caulking gaps and seams Testing for chloride, sulfate and nitrate concentrations Rigging materials quality Stripe coating Inspectors must pay particular attention to these concerns during coating operations and they should be discussed in detail with the Contractor at preoperations meetings prior to the start of any work CEIs are no longer expected to ensure that the Contractor’s workers are using the proper safety equipment since OSHA enforcement is not a FDOT responsibility UNIVERSAL CONCERNS Administrative Issues CPAM 10.6 – Underwater Bridge Construction Inspection Needs to be in Scope of Services for the CEI contract Initial inspection is required for concrete voided piles and cylinder piles For all other piles, the PA will make the decision about whether or not initial inspection is needed The PA may call for an underwater inspection (progress inspection) at any time during the construction of the project if there is a question about the condition of an underwater component Inspections must be performed by a qualified commercial diver or an FDOT Certified Bridge Maintenance Inspection Diver Final underwater inspections are required on all projects and must be performed by a FDOT prequalified Engineering Consulting Firm in the Maintenance Inspection category or by FDOT District Structures Maintenance Inspectors UNIVERSAL CONCERNS Administrative Issues CPAM 10.9 – Structural Steel and Miscellaneous Metal Components Recently revised and now requires CEIs to keep records of the following tests: Job Inspection Snug Tight Torque Test for Bolts Rotational Capacity Test for Bolts Steel Girder Shear Connector Bend Test Now requires final bolt tension during Snug Tight Torque testing to not exceed 15% above the minimum tension required by the specification topic Requests For Correction (RFC) submittals must now be reviewed by the Inspection Manager of the fabrication plant inspection service retained by the Department. The Inspection Manager will know if a proposed correction to damage or defects is acceptable or not regarding preapproved fabrication practices or if it sets a precedent and; thereby, requires higher level consideration by the Department. Contractor Must submit a fabrication schedule for all commercial inspection items e.g. moveable bridge, steel bridge components, mast arms. CEI must forward the schedule to the SMO. Products must be scheduled enough time in advance to allow SMO inspection prior to delivery to the jobsite. UNIVERSAL CONCERNS Administrative Issues CPAM 10.10 – Bridge Construction Issues that Must Involve State Construction Office Staff Contact us for the following issues: Complex superstructure members and complex issues Contractor initiated changes to bridge plans, shop drawings, bridge related specifications or approved means and methods plans for complex superstructure members and complex issues Contractor noncompliance with bridge related contract documents of complex superstructure members and complex Issues Resolution of bridge member damage or defects for complex superstructure members and complex issues UNIVERSAL CONCERNS Administrative Issues CPAM 10.11 – General Structures Construction Issues Notifying the District Structures Maintenance Engineer of inservice dates and acceptance inspections Notification and monitoring of load rating requirements Electronic management of construction documents required by the District Structures Maintenance Office (DSMO) Contractor’s engineer qualification verification UNIVERSAL CONCERNS CLASS OF CONTRACTOR’S ENGINEER VERSUS WORK TYPE Contractor’s Engineer of Record Pre-qualified Specialty Engineer Specialty Engineer 1) Re-design Yes No No 2) Cost Savings Initiative Proposals Yes No No 3) Details of the permanent work not fully detailed in the plans (Example: Pot Bearing Design, non-standard expansion joints, MSE walls, other specialty items) Yes Yes Yes 4) Design and details of the permanent work declared to be minor or non-structural including minor repairs Yes Yes Yes Work Type 5) Design and details of the permanent work declared to be major or structural including major repairs * The work must also be checked by another pre-qualified Yes Yes * No Specialty Engineer 6) Design and drawings of temporary works such as falsework, formwork, etc. Yes Yes Yes UNIVERSAL CONCERNS Administrative Issues Training and Reference Tools Office of Construction and CTQP Websites contain most structures construction training materials including piles and drilled shafts as downloads Structures Related Websites: State Construction Office, Structures Webpage State Structures Design Office Website UNIVERSAL CONCERNS Technical Issues – Concrete Cracks Spec. 400-21, Disposition of Cracked Concrete: the number of cracks is now taken into account CPAM Section 10.3.5, Concrete Crack Inspection: provides instructions for administering Spec. 400-21 CPAM Section 10.7, Crack and Joint Inspection of Post-Tensioned Bridges UNIVERSAL CONCERNS CPAM Section 10.3.5, Crack Inspection Searching for Cracks 3 cycles: 1) after casting, 2) all dead loads, 3) all live loads Early discovery allows crack monitoring and correction of other components to prevent more cracks Documenting Observations Crack map: length, width, depth, location, cause Use pocket microscope for cracks 25 mils or less wide Rule of thumb for estimating crack depths on next slide Disposition of Cracks Structural or Non-Structural Flow Chart 10-3-5 covers disposition process UNIVERSAL CONCERNS CPAM Section 10.3.5, Crack Inspection UNIVERSAL CONCERNS Required Contractor Submittals or Actions for Bridge Temporary Works: In recent years the Department has increased the number and type of temporary works submittals and actions required of Contractors and this has caused some misunderstandings and oversights by both Contractors and CEI personnel related to what is required. 28 29 FOOTINGS Cofferdam preparation Minimal water seepage through sheet piles Minimal standing water prior to concrete placement Reserve primary pump capacity plus backup pump 20” or less lift thickness when placing concrete Planning for cold joints Mass concrete monitoring devices protected during concrete placement BEARINGS Specification 400-10.3 Bearing Pads: This provision has been revised to ensure that elastomeric bearing pads are not overextended or damaged prior to final acceptance Since the Contractor has no practical way of avoiding the occasional overextension, the effort for performing a correction if needed will be considered as extra work with corresponding reimbursement CEI staff shall thoroughly inspect all elastomeric bearing pads for excess deformation and general condition prior to final acceptance, and if possible well before, in order that the Contractor has ample time to perform corrections before final acceptance. BEARINGS Spec. 460-7.5 Distances between beam bearing centerlines should correspond very closely to the substructure bearing centerlines and this should be determined prior to shipping of beams from the fabrication plant If there are problems with fit, the Engineer should review any plan to jack or shift beams once in contact with the bearings and this may require consultation with the EOR Anchor bolt holes must not be relocated without approval of the Engineer and there must expert supervision of any coring operation Beam expansion and contraction caused by temperature must be taken into account when adjusting bearing locations during erection BEAMS IN GENERAL Safety during transport and erection Review general notes in the plans related to erection Thorough Inspection when arriving at project site Falsework structural integrity and stability Girder Erection Plans and Methods Erection and stability of long girders is critical (skewed bearings can be tricky) This can happen when bracing methods are inadequate or when handling and lifting are done improperly, particularly for long span skewed bridges BEAMS IN GENERAL Requirements for construction affecting public safety Spec. 5-1.4.5.7 and 5-1.5.4 Contractor must address beam stability with a submittal Must comply with AASHTO Guide for Temporary works Must submit an erection plan including signed and sealed calculations A Specialty Engineer or his designee must personally inspect erected structure for compliance with plan prior to traffic This was recently changed and no longer requires the designer to do the in-person inspection Contractor must perform daily inspections of erected structure and submit inspection records to Engineer Erection must not take place over active traffic (Spec. 51.4.5.8) BEAMS IN GENERAL Revision of Specification 5-1.4.5.6, Beam and Girder Temporary Bracing Where Public Safety is not a concern, the current spec. requires no formal submittal by the Contractor showing the temporary bracing system for beams The Contractor must comply with the Table of Temporary Bracing Details. Where Public Safety is a concern, the current spec. requires signed and sealed stability calculations to be submitted to the Engineer As of July 2016 Design Standards, Index 20005 was deleted. Contractors still must submit signed and sealed drawings showing the temporary bracing system. If the Contractor wishes to use a bracing system not covered by Index 20005 than signed and sealed drawings on the system design must be submitted along with stability calculations (even if proprietary) BEAMS IN GENERAL BEAMS IN GENERAL CONCRETE BEAMS Spec 450-16 Excessively thick beam buildups are a serious problem Adds extra dead load that was not accounted for in the design thus reducing the strength of the bridge Wastes concrete: sometimes in very large quantities Can reduce or eliminate engagement of beam stirrups into deck which greatly reduces lateral impact resistance and horizontal shear transfer Solutions to the problem Awareness of beam camber values while beams are in storage at the prestressed plant This awareness may allow cap or beam seat elevations to be raised in time to avoid excessive buildups Stirrups can be bent up or inverted hat shaped rebars can be added Finished deck grades can be lowered CONCRETE BEAMS (GL 10B) Observe the distance between the top of beam and top of deck form (slab bottom) at the start of the forming operation Most of the stirrup rebars should extend to or be above the bottom mat of deck rebars If most bars do not extend at least to the bottom of the deck slab then a correction is required Beam cross section showing an excessively thick beam buildup The result of lateral impact to a beam that did not have stirrups extending through the interface between deck slab and beam buildup If excessive camber occurs? If camber exceeds by 1 inch the design camber in Plans Contractor takes appropriate actions (400-7.13.1) If a D/B Project, the Contractor’s EOR is the designer CONCRETE BEAMS Actual camber greater than estimated camber Beam must be cast within the deck which reduces the deck thickness over the beam Insertion must not exceed 1” because, if more, large aggregate in the concrete will not fit between the top of the beam and the bottom mat of rebars STEEL BEAMS Shear stud installation in the field only and bend test records must be kept (see notes page below for new specification) Buy America – all steel, all jobs No welding of Stay-In-Place form straps on top of girder flanges Metal hardware for forms or other accessories must not be welded to structural steel unless approved by the Engineer Improper welding can cause imperfections in the steel that may lead to fatigue damage or failure May be permitted if welding is the same as for shear studs installed in the field STEEL BEAMS Bolting (Specification 460) Lubrication Rotational capacity tests performed in the field Turn-Of-Nut Bolt tightening sequence D T I’s – Direct Tension Indicators Bolt Tightening Sequence The Sequence of Tightening is CRITICAL This drawing is included in the self study course: FDOT Structures Inspection PART 2 Skidmore Tension Analyzer STRUCTURAL STEEL BOLTING Checking Snug Tight Tension with a Calibrated Torque Wrench DIRECT TENSION INDICATIORS BEFORE AND AFTER TIGHTENING Note: Protrusions are always against the bolt head or nut BEFORE TIGHTENING AFTER TIGHTENING gap 5 mils (0.005 inches) SQUIRTER DTI’s STEEL BEAMS Weathering Steel The Department now requires all structural steel superstructures to be fabricated with weathering steel which does not require painting and which will reduce maintenance costs significantly over the life of the bridge Some exceptions will be permitted but they must be approved by the Chief Engineer which will require rigorous justification by the District The specification has been revised to address weathering steel and generally has to do with protecting concrete surfaces from corrosion staining DECKS Placing sequence and direction 15 mph maximum wind velocity requirement See Spec 400-7.1.3 Evaporation rate monitoring requirements Excessive fascia beam rotation can happen because of wide deck overhangs: Contractor’s must take this into account when bracing beams prior to deck placement Fascia rotation concerns are especially important for Florida U-Beams which have no end diaphragms DECKS Florida U-Beam Deck Overhang DECKS Specification 415-5.10.1, Deck Slab Supports, was recently changed Slab bolsters used to support the bottom mat of bridge deck rebars can have continuous rails that are in direct contact with stay-in-place forms regardless of environmental classification The only exception is for stay-in-place forms below 12’ above mean high water elevation in an extremely aggressive environment, in which case, continuous steel rails are not permitted Plastic coated steel bolster rails can be in contact with removable forms such as with deck overhangs, if the environment is slightly aggressive Continuous plastic high chairs may also be used on removable forms in slightly aggressive as well as steel continuous high chairs with plastic coated leg tips Steel bolster rails may not be used on removable forms if the environment is moderately or extremely aggressive but continuous plastic high chairs or continuous steel high chairs with plastic tips are allowed Only continuous plastic high chairs are permitted to be used in an extremely aggressive environment on removable forms DECKS Determining evaporation rate by measuring weather conditions Air temperature Relative humidity Concrete temperature Wind Velocity Measures are required if rate exceeds: 0.1 lbs/ft2/hr Measures to prevent moisture loss Application of evaporation retarder Water fogging Chilled mix water Wind screens ACI Publication 308R Evaporation Rate Nomograph Typical North Florida Windy Winter Day Typical Florida Summer Day Typical Florida Summer Night DECKS Weather forecasts must be obtained from the National Weather Service website http://www.nws.noaa.gov Input the name of the city closest to the project site Under “Additional Forecasts and Information” select “Hourly Weather Graph” to get the forecast for the next 48 hours *Enter city name here to get the NWS forecast for the coming 48 hours *Select “Hourly Weather Graph” on the bottom of the second screen DECKS Application of water after screeding (Spec. 400-7.13.3) With regard to applying curing compound, the following must be reported to the Engineer (Spec. 400-16): How the curing compound spread rate will be determined The actual curing compound quantity applied during the operation Compound must be placed under barrier footprint Placement and maintenance of curing blankets (over barrier) DCE Memo 7-11 reminds CEI staff that Burlap-polyethylene sheeting used for concrete curing blankets is required to have a minimum weight of 9 ounces/square yard CONCRETE MATERIALS Mass Concrete (Spec. 346-3.3) CPAM Attachment 10.3.4.2 – CEI Verification Process flow chart First placement requires the mass concrete Specialty Engineer or employee to personally be on site to check monitoring devices and recording equipment After first placement a Contractor employee approved by the Specialty Engineer may verify monitoring devices and equipment Temperatures recorded every 6 hours until max temperature differential (not greater than 35 degrees) and max temperature (not greater than 180 degrees) is reached and begins to diminish Do not remove the temperature control mechanisms until the core temperature is within 50°F of the ambient temperature Specialty Engineer must be available to advise if the differential approaches the 35 degree limit CEIs must submit all monitoring records as soon as available to the District Materials Office for review Core Temperatures much higher than exterior temperatures Cool exterior Temperatures TYPICAL MASS CONCRETE FOOTING CONCRETE MATERIALS CEIs must authorize reduced concrete sampling frequency (from every 50 cy to every 100cy) with DMO approval before the rate is implemented Specification 346-3.1 has recently been revised: requests to use higher strength concrete for lower strength can be handled through QC Plans (Contractor/Producer) Curing boxes at the project site – 60 to 80 degrees (Spec. 346, Table 5 refers to ASTM C 31) CONCRETE MATERIALS When to perform a slump test (Spec 346-7.7) Perform a slump test any time there is a question about the water content of the concrete – consistency must be observed for each truck Any time water is added at the site, that truck must be tested again New spec no longer requires a target range Test all trucks that come after a rejected truck including the first adjusted truck and begin a new LOT The location of rejected concrete that is placed, must be documented so that it can be tested if need be by taking cores Where to take a slump sample (Spec 346-7.7) Samples may be taken out of the back of the truck if buckets are used and the concrete is discharged from the bucket within 20 minutes Pump samples must be taken at the end of the hose unless a correlation that identifies slump change during pumping is approved by the Engineer CONCRETE MATERIALS ACCEPTANCE OF CONCRETE BASED ON SLUMP TESTING AT THE PROJECT SITE TOLERANCE SLUMP RANGE ( 3 “ ) REJECT 1-1/2 ” DRY 1-1/2 ” WET ACCEPT - WATER MUST NOT BE ADDED ACCEPT - WATER MUST NOT BE ADDED 3/4 ” DRY ACCEPT - NOTIFY PLANT TO ADJUST & MAY ADD WATER AT SITE REJECT 3/4 ” WET TARGET SLUMP TARGET SLUMP RANGE ( 1-1/2 ” ) ACCEPT - NOTIFY PLANT TO ADJUST ACCEPTANCE OF CONCRETE BASED ON SLUMP TESTING AT THE PROJECT SITE TOLERANCE SLUMP RANGE ( 3 “ ) REJECT 1-1/2 ” DRY 1-1/2 ” WET ACCEPT - WATER MAY BE ADDED ACCEPT - WATER MAY BE ADDED TARGET SLUMP VALUE REJECT CONCRETE MATERIALS 346-6.3 Delivery Certification: The definition of “Transit Time” on the delivery ticket has been changed to the time of complete discharge from the concrete truck So instead of Transit Time being when all concrete in the load is in its final position in the forms as before, it is now the time when all concrete has been discharged from the truck Engineer must approve any placement of concrete in its final position in the forms that exceeds the Transit Time by greater than 15 minutes as covered in 346-7.2 So, in other words, if the Contractor expects to take more than 15 minutes to transport the concrete from the back of the truck to the point of final placement, the Engineer (District Materials Engineer) must approve the time extension 346-7.7 Sample Location: This provision has been changed as follows (new text is in Italics): When the concrete is discharged directly from the mixer into the bucket, and the bucket is discharged within 20 minutes, samples may be obtained from the discharge of the mixer. MISCELLANEOUS TOPICS Specification 400-16.6, Concrete Curing For Traffic Barriers, Railings, Parapets And End Posts (Specification 400-16.6) Apply curing compound within 30 minutes of extrusion as the operation progresses Curing compound must remain in place for 7 full days after application (previously 72 hours) The following must be reported to the Engineer by the Contractor: How the curing compound spread rate will be determined The actual curing compound quantity applied during the operation Applied finish coating (Class V Finish) may be used in lieu of curing compound but curing compound must be available on site at all times as a backup system to the Class V material Specification 521-7, was recently revised and no longer requires cracks in plain or unreinforced roadway barrier walls to be repaired unless the Engineer decides that they are too frequent, large or ugly in which case they will be repaired as determined by the District MISCELLANEOUS TOPICS Class 5 Applied Finish Coating (Spec 400-15.2.6.4) Spread Rate is 50 ± 10 square feet/gallon Contractor must show how the spread rate is computed Inspectors must verify that the spread rate is achieved by observing the operation and measuring process and recording the results If the spread rate is in question after application then the coating thickness can be measured Consult with the Paul Vinik of the State Materials office for the correct thickness dimension and measurement procedure MISCELLANEOUS TOPICS Concrete Surface Finish Policy A new surface finish policy has recently been implemented which applies CPR to a previously inconsistent and informal policy The previous policy was somewhat vague but was widely interpreted for at least 30 years as requiring almost all bridges to be coated with Class 5 finish and varied from District to District - Default policy: almost always coat The new policy is the opposite of the old (see summary table below) and prohibits Class 5 finish unless specifically approved by a Department Engineer authorized to do so - Default policy: do not coat unless there is ample justification Specification 400-15.1 General Surface Finish, is in the process of being revised and will require Contractors to use patching mortar that closely matches the color of the existing concrete instead of non-shrink grout The patching mortar can be derived from the mix ingredients of the concrete being patched without large aggregate or it can be blended from a combination of white cement and gray cement with a trial and error process to get a close color match The new policy is expected to bring uniformity to surface finish selection statewide and to save approximately $1 million a year MISCELLANEOUS TOPICS New Standard Indexes 5250, Perimeter Wall Similar to Noise Walls; precast or masonry Noise Study and NSR Addendum not required Walls not designed for vehicle impact QUALIFICATIONS Requirements for Technicians Involved with Concrete Materials, grouting and post-tensioning CTQP CTQP CTQP CTQP CTQP CTQP Concrete Field Technician - Level I Concrete Field Inspector - Level II Grouting Technician - Level I Grouting Technician - Level II Post-Tensioning Technician - Level I Post-Tensioning Technician - Level II All these technicians take courses that are offered by agencies that are not connected with CTQP such as ACI, PTI, and ASBI and that issue certifications for successful completion Even though technicians are certified by these agencies they are not considered qualified for FDOT work until they go through the extra step of getting qualified by CTQP If their qualification is not on the CTQP website then they are not qualified and this applies to CEIs and Contactors Thank You Everyone! Contact Info: John Westphal, P.E. Construction Structures Engineer [email protected]